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49CBR from DCPThe California Bearing Ratio (CBR) test was another way of evaluating stiffness of thesubgrade and uniformity of the in-situ soil. CBR is defined as the ratio of penetrationresistance developed by a subgrade soil to penetration developed by a specimen of a standardbase material (Burnham, 1993). CBR test is less cost efficient and more technically involvedthan DCP test, therefore, an empirical correlation between the DCP and CBR parameters wasused. While, there are many correlations that have been established between PI, mm/blowand CBR, % in the past, the one that found the most application is US is shown in Equation17 (Webster et al., 1992). ASTM D 6951-03 also provided means for converting DCP valuesto CBR, however this approach was not taken due to a more widespread practice of usingWebster’s equation.Equation 17: CBR and DCPI correlationCBR=292 / (DCPI) 1.12 (Equation 17)Table 5: DCPI and CBR average values for matrix soil of single piers compacted viadifferent beveled headsAggregateAggregate Pier Aggregate AggregatePier Cone Truncated Pier Flat Pier WedgeAVERAGE ST. DEV. COVCone305 610 305 610 305 610 305 610 305 610 305 610 305 610Pier type mm mm mm mm mm mm mm mm mm mm mm mm mm mmDCP TOP610mm(mm/blow)CBR TOP610mm(%)34 26 34 65 34 61 97 97 49.8 62.3 31.5 29.0 63 4727 27 27 - 27 - - - 27.0 27.0 - - - -7.8 7.0 7.8 2.8 7.8 4.2 1.8 1.9 6.3 4.0 3.0 2.2 48 569.8 6.6 9.8 2.9 9.8 2.2 2.2 1.9 7.9 3.4 3.8 2.2 48 64
305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm112.999.0305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm50The results of DCP and CBR tests performed on clay-like soils have proven to be validwithin ten percent margin of error and the CBR values for clays are typically expected torange between 2 and 17 (Harrison, 1987). Western Iowa Loess was found to feature 98% siltand clay content, and therefore, the test bed CBR values were expected to be within the rangespecified by Harrison. All plotted CBR results can be seen in Appendix and are summarizedin Table 7 through Table 8.Table 6: DCPI and CBR average values for matrix soil of various mix single piersAggregat Aggregate AggregateLoess +e Pier - Pier - Pier - Loess + Loess + C (I) +Fiber +truncated w/cem. w/cem. Fiber Cement C (K)Cementcone Bulb Top 0.1mC (I) +C (I) +C (K) +SandC (NS7)C (NS7)AVER- ST.COVAGE DEV.Pier typeDCP TOP
Page 1:
Engineering behavior of small-scale
Page 6 and 7:
viLIST OF FIGURESFigure 1: Concept
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viiiFigure 62: Stress-settlement te
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xLIST OF TABLESTable 1: Stiffness m
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xiiLIST OF EQUATIONSEquation 1: Ult
Page 14 and 15: xivSymbol Description Unitsγ dry l
Page 16 and 17: 1CHAPTER 1: INTRODUCTIONIndustry Pr
Page 22 and 23: 7MAKECAVITYPLACESTONE ATBOTTOM OFCA
Page 24 and 25: 9Normal Stress, kPaShear Stress. kP
Page 26 and 27: 11pier element for a maximum of 25
Page 28 and 29: 13savings provided by the system (A
Page 30 and 31: 15The bearing capacity accredited t
Page 32 and 33: 17Equation 12: Load resistance prov
Page 34 and 35: 19Soil conditions at the site were
Page 36 and 37: Settlement (mm)Settlement (mm)10202
Page 38 and 39: 23Site soil conditions were describ
Page 40 and 41: 25Article#ReferenceTable 2: Case st
Page 42 and 43: 27Article#7ReferenceHughes andWithe
Page 44 and 45: 29replaced with method of freezing
Page 46 and 47: UNREINFORCED COLUMNNO COLUMNREINFOR
Page 48 and 49: 33The load carrying capacity was fo
Page 50 and 51: 35Case 5 - Bachus and Barksdale, 19
Page 52 and 53: 37full depth of the consolidated la
Page 54 and 55: 39CHAPTER 3: RESEARCH METHODOLOGYCr
Page 56 and 57: 41itself was designed to be support
Page 58 and 59: 43While it is obvious that the chan
Page 60 and 61: 45To perform all the required testi
Page 62 and 63: 47In the areas where access was lim
Page 66 and 67: 305 mm610 mm305 mm610 mm305 mm610 m
Page 68 and 69: 53The process of using the Shelby t
Page 70 and 71: 15881556144815591597154915271586158
Page 72 and 73: 57Table 14: Top and bottom UC loess
Page 74 and 75: 59Data Collection and SensorsHaving
Page 76 and 77: 61Micro Epsilon displacement transd
Page 78 and 79: 63plate down the cavity through man
Page 80 and 81: 65Beveled Tamper HeadsThe other asp
Page 82 and 83: 67All, aggregate, cementitious and
Page 84 and 85: 69DAQ Data CollectionWhile performi
Page 86 and 87: 71space in the test bed (See Figure
Page 88 and 89: 73(a)(b)(c)Figure 42: Test bed grou
Page 90 and 91: 75CHAPTER 4: MATERIALSThe materials
Page 92 and 93: 7710080LL = 31PI = 7Pass. #200 = 98
Page 94 and 95: 79the second stage of testing. Mois
Page 96 and 97: 81Knowing the gradation characteris
Page 98 and 99: 83More importantly, the performed d
Page 100 and 101: 85Figure 49: Cement type I compound
Page 102 and 103: 87As the expansive and contractive
Page 104 and 105: 89Figure 55: 19 mm polypropylene fi
Page 106 and 107: 91CHAPTER 5: TEST RESULTS AND ANALY
Page 108 and 109: 93Applied stress at top of pier (kP
Page 110 and 111: 95Figure 60: Stress-settlement test
Page 112 and 113: 97Figure 62: Stress-settlement test
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99Figure 64: Stress-settlement test
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101Figure 66: Stress-settlement tes
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105Settlement (mm)024681012Applied
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107to the maximum displacement of 1
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109The failure mechanism of other p
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1113000Measured Bearing Capacity (k
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113Applied stress at bottom of the
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Page 132 and 133:
Page 134 and 135:
119Settlement (mm)0246810Applied st
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121The group efficiency results wer
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123Pier typeAggregate PierUnit Cell
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Page 142 and 143:
Page 144 and 145:
Page 146 and 147:
131Applied stress at bottom of the
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133Table 33: Group efficiency compa
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135Having a limited amount of exper
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137Stiffness, kPa/mm600500400300200
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139In case with the piers consistin
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141Table 36: Stiffness ratio calcul
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143Some of the loess composition pi
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145Pier typeAggregatePierSingle Pie
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147Another observation was made, wh
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149As previously outlined, the stif
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151pier group efficiency values wer
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Stiffness Ratio1538Figure 91: Stiff
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155CHAPTER 7: SUMMARY AND CONCLUSIO
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157MaterialsLoess-CementVery intrig
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159Groups of PiersGroup of Aggregat
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161CHAPTER 8: FUTURE RESEARCHThe fu
Page 178 and 179:
163Black, J.A., Sivakumar, V., Madh
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165Hanlong, L., An, D., and Yang, S
Page 182 and 183:
167Randrup T.B., and Lichter, J.M.
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169Yeh, Y.K., and Mo, Y.L. (2005).
Page 186 and 187:
171Group EfficiencyAggregate Pier G
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173Aggregate Pier305mm Wedge HeadDC
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175Loess + Fibers305mm Single PierD
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177Sand305mm Single PierDCPI, mm/bl
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179Aggregate Pier305mm Group of 4DC
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181C(I) + C(K)305mm Group of 4DCPI,
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183Aggregate Pier305mm Wedge HeadCB
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185Loess + Fibers305mm Single PierC
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187Sand305mm Single PierCBR, %0 2 4
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189Aggregate Pier305mm Group of 4CB
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191C(I) + C(K)305mm Group of 4CBR,
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